International Research Journal of Engineering and Technology (IRJET)
e-ISSN: 2395-0056
Volume: 06 Issue: 02 | Feb 2019
p-ISSN: 2395-0072
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Enhancement of Durability of Quarry Dust Stabilized Soft Clayey Soil
using Oxides of Calcium and Aluminium
Anjana L.R.1, Shruthi Johnson2
1M.
Tech Student, Civil Department, Marian Engineering College, TVM, Kerala, India
Professor, Civil Department, Marian Engineering College, TVM, Kerala, India
---------------------------------------------------------------------***---------------------------------------------------------------------2.1 Clayey Soil
Abstract - The use of quarry dust was found to be effective
2Assistant
to increase the strength of soft clayey soil. The durability of
quarry dust stabilized soil is very less due to lack of bonding
between soil and quarry dust. It is essential to satisfy the
durability conditions for long term use of stabilized soil as
subgrade especially in regions wet and dry climatic conditions
prevail. This study investigated the use of Oxides of Calcium
and Aluminium to enhance the durability of soft clayey soil
subgrade stabilized with quarry dust. It also focuses on the
effect of Calcium oxide on durability of soft clayey soil treated
and not treated with Quarry dust.
The soil used for work was collected from Thonnakkal,
Thiruvananthapuram, Kerala, India. The properties of soil
were tested and tabulated in Table -1. Based on Indian
Standard Classification System (ISCS), the soil is classified as
Clay of low compressibility (CL). Unconfined compression
test was conducted to confirm the soil is soft. The grain size
distribution of clay was found out using hydrometer analysis
(IS: 2720 (Part 4) - 1983) is shown in Chart -1.
Table -1: Properties of Clayey Soil
Key Words: Drying-wetting cycle test, Soft clayey soil,
Unconfined compressive strength.
Soil Properties
Specific gravity
Liquid limit (%)
Plastic limit (%)
Shrinkage limit (%)
Plasticity Index (%)
IS Classification
OMC (%)
Percentage of clay (%)
Percentage of silt (%)
Percentage of sand (%)
UCS (kPa)
1. INTRODUCTION
Construction on soft ground area is a great challenge in the
field of geotechnical engineering. Many engineering problems
in the form of slope instability, bearing capacity failure or
excessive settlement could occur either during or after the
construction phase due to low shear strength and high
compressibility of this soil [1]. Soft soil with high percentage
of clay content have very strength.
In order to increase consistency(firmness) of soft cohesive
clayey soil addition of cohesionless materials was found to be
effective [2]. Very fine quarry dust (particle size less than
425micron) cannot be used for other purposes such as
concrete works and as it is cheap and cohesionless it can be
used for stabilization of soft soil.
2.2 Quarry Dust
The quarry dust used in the study was collected from a local
stone crushing site in pallichal, Thiruvananthapuram, Kerala,
India. The collected quarry dust was first dried and screened
over sieve size 4.75mm to remove any impurities. Then it was
sieved through sieve size 425 micron to obtain fine quarry
dust particles. The properties of fine quarry dust were tested
and tabulated in Table -2. The grain size distribution of
quarry dust was found out by sieve analysis (IS: 2720 (Part
4)- 1983) is shown also in Chart -1.
Due to the lack of bonding between soil and quarry dust
particle the stabilized mix will not be durable under series of
drying and wetting cycles. Calcium Oxide (CaO) was found to
be effective to improve the strength of soft soil [3].
The present study includes the effect of CaO in treated and
untreated with Quarry dust in order to compare the increase
in durability and the effect of Aluminium oxide (Al2O3) on
quarry dust stabilized soil treated with CaO.
Table-2: Properties of Quarry Dust
Soil Properties
Specific gravity
Effective Size D10(mm)
D60(mm)
D30(mm)
Co-efficient of curvature, CC
Uniformity Co-efficient, Cu
2. MATERIALS USED
Three different materials were used in this research: clayey
soil, Quarry dust, Calcium oxide and Aluminium Oxide.
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Values Obtained
2.53
33
20.2
18.3
12.9
CL
24.5
60
36
4
28.7
|
Values Obtained
2.7
0.03
0.2
0.1
1.67
6.67
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e-ISSN: 2395-0056
Volume: 06 Issue: 02 | Feb 2019
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% fines below 0.425mm
Angle of internal friction
(Φ)
Cohesion, c (kPa)
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For Mix 3: Standard Procter compaction tests were
conducted to determine the optimal moisture content and
maximum dry density for clayey soil mixed with different
contents CaO. Cylindrical specimens of clay-CaO mix were
prepared based on their respective optimal moisture content
and dry density. It was allowed to cure for 14 days.
Unconfined compression test was conducted on each
specimen. The specimen with maximum UCS value was
selected as Mix 2.
100
470
0
100
90
Percentage finer (%)
80
For Mix 4: Standard Procter compaction tests were
conducted to determine the optimal moisture content and
maximum dry density for soil-quarry dust mix (Mix 2) mixed
with different percentages CaO. Cylindrical specimens of clayquarry dust-CaO mix were prepared based on their
respective optimal moisture content and dry density. It was
allowed to cure for 14 days. Unconfined compression test
was conducted on each specimen. The specimen with
maximum UCS value was selected as Mix 4.
70
60
Clayey
soil
50
Quarry
dust
40
30
20
10
0
0.001
0.01
0.1
1
For Mix 5: Mix 4 was mixed with an excess amount of CaO
and small amount of Al2O3 and standard Procter compaction
tests were conducted to determine the optimal moisture
content and maximum dry density. Then cylindrical
specimens were prepared based on their respective optimal
moisture content and dry density for unconfined
compression test.
10
Particle size (mm)
Chart -1: Grain size distribution curves for clayey soil and
Quarry dust
2.3 Calcium Oxide and Aluminium Oxide
Laboratory reagent grade Calcium Oxide (CaO) and
Aluminium Oxide (Al2O3) was used as the binding agent.
Distilled water was used in preparing the test specimens and
for curing.
3.3 Drying – Wetting Cycle Test
3. METHOD OF STUDY
When the curing was finished, the specimens were taken out
to perform the dying-wetting cycling tests [4],[5]. In the
drying process, each specimen was wrapped with plastic film
and placed in an oven with temperature at 60 ± 1°C for 23 h.
In the subsequent wetting process, the specimen was taken
out from the oven and placed on a porous stone in an
immersion chamber for 1 hour. After this, distilled water was
continuously added to immerse the specimen and maintained
for 23 h. Finally, the specimen was taken out of the chamber
followed by 1 h equilibrium. After this conduct Unconfined
compression tests on one specimen of each mix. Then the
procedures mentioned above were repeated for 1, 3, 5, and 7
cycles.
Cylindrical specimens were prepared using each mix
(Prepare at least 8 specimens from one mix). Specimens were
allowed to cure for 14 days.
3.1 Tests Conducted
Following tests were conducted.
a) Standard proctor test (IS: 2720 (Part 7)-1983)
b) Unconfined compression test (IS: 2720 (Part 10) -1983)
c) Drying wetting cycle test (ASTM D4843 - 88(2016))
3.2 Mix Design
For Mix 1: Standard Procter compaction tests were
conducted on clayey soil to determine the optimal moisture
content. Then cylindrical specimens with 7.5cm height and
3.8cm diameter of clayey soil were prepared based on their
respective optimal moisture content and dry density for
unconfined compression test.
4. RESULTS AND DISCUSSIONS
4.1 Unconfined Compression Test Results for mix
Design
For Mix 2: Standard Procter compaction tests were
conducted to determine the optimal moisture content and
maximum dry density for soil mixed with different contents
Quarry dust. Cylindrical specimens of stabilized soil were
prepared based on their respective optimal moisture content
and dry density. Unconfined compression test was conducted
on each specimen. The specimen with maximum UCS value
was selected as Mix 2.
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UCS of clayey soil: UCS of clayey soil specimen was found as
28.7kPa. As it is between 25kPa and 50kPa the soil is soft and
stabilization is essential.
UCS of clayey soil treated with quarry dust: The UCS
values of Clayey soil treated with different percentage of
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quarry dust is given in Table -3 and the variation of UCS is
given in Chart -2.
400
Table -3: Unconfined Compressive Strength of ClayQuarry Dust Mixes
300
UCS, qu (kPa)
Soil mix
Clayey soil
Clayey soil + 10% Quarry dust
Clayey soil + 20% Quarry dust
Clayey soil + 30% Quarry dust
Clayey soil + 40% Quarry dust
Clayey soil + 50% Quarry dust
350
UCS, qu (kPa)
28.7
78.3
101.5
119.2
150
90.5
250
CaO addition in
Clayey soil
200
150
CaO addition in
Clayey soil-Quarry
dust (3:2) mix
100
50
0
0
1
2
3
4
5
6
7
CaO content (%)
160
140
Chart -3: Variation in Unconfined compressive strength
with varying percentages of CaO in clayey soil and quarry
dust stabilized clayey soil
UCS, qu (kPa)
120
100
80
60
When CaO reacts with clayey soil and water pozzolanic
reaction will occur and UCS will increase. The formation of
gelatinous material due to pozzolanic reaction is more in
quarry dust stabilized soil due to the high amount of silica
content.
40
20
0
0
10
20
30
40
50
60
Percentage of Quarry dust in Clay
Mix with Clayey soil + 4% CaO was selected as Mix 3 and Mix
with Clayey soil + 40% quarry dust + 3% CaO was selected as
Mix 4.
Chart -2: Variation in Unconfined compressive strength
with varying percentages of quarry dust in clayey soil
UCS of quarry dust stabilized clayey soil treated with
excess CaO and Al2O3: In order to find the effect of
Aluminium Oxide (Al2O3) on quarry dust stabilized soil 1%
Al2O3 and excess 3% CaO is added to Mix 4 to prepare Mix 5.
The UCS was found to be higher because of C3A formation by
the reaction of Al2O3 with excess lime.
Addition of quarry dust in clay increases UCS of mix up to a
certain limit due to filling of voids in dust by clay. But after a
certain limit the clay content in that mix became insufficient
to fill voids and UCS starts decreasing due to increase in void
ratio.
Mix with Clayey soil + 40% quarry dust was selected as Mix 2
as it gives maximum UCS.
Table -5 shows the initial UCS at the failure of prepared
mixes
UCS of clayey soil and quarry dust stabilized clayey soil
treated with CaO: The UCS values of clayey soil and quarry
dust stabilized clayey soil with different percentages of CaO
(After 14 days curing) is given in Table 4 and the variation of
UCS is given in Chart -3.
Table -5: Mix Design Summary
Table -4: Unconfined compressive strength of clayey soil
and quarry dust stabilized clayey soil treated with CaO
Percentage of
CaO added (% by
dry weight of
soil)
0
1
2
3
4
5
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UCS, qu (kPa)
In clayey
soil
28.7
50.5
150.5
240.5
267
200.5
|
In Clayey soil +40%
Quarry dust
150.1
165.4
228.5
340.1
272
217.65
Impact Factor value: 7.211
|
Mix
Composition
UCS, qu (kPa)
Mix 1
Clayey soil
28.7
Mix 2
Clayey soil+ 40% Quarry dust
150.1
Mix 3
Clayey soil+ 4% CaO
267
Mix 4
Clayey soil+ 40% Quarry dust +
3% CaO
340.1
Mix 5
Clayey soil+ 40% Quarry dust +
6% CaO + 1% Al2O3
390.8
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4.2 Drying-Wetting Cycle Test Results for Checking
Durability
CaO mix shows a strength value even after the 7th cycle
of drying and wetting.
Due to the formation of gelatinous materials quarry dust
stabilized soil treated with 6% CaO and 1% Al2O3 shows
high durability. It shows a higher value of UCS even after
the 7th cycle of drying and wetting.

Drying-wetting cycle tests were conducted as per ASTM
D4843 - 88(2016) on each mix. The results are tabulated in
Table -6 and shown in Chart -4.
Table -6: Results of Drying-Wetting Cycle Test
UCS, qu (kPa)
Number of cycles
1
3
5
9.6
0
0
50.5
18.6
0
130.6
54.5
24.6
290.7
122.4
57.5
350.2
250.5
140.6
Mix
0
28.7
150.2
267
340.1
390.8
Mix 1
Mix 2
Mix 3
Mix 4
Mix 5
ACKNOWLEDGEMENT
I would like to express my sincere gratitude to my parents
and colleague for the advice and critical suggestions rendered
by them. I am extremely grateful to all teachers in
Department of Civil Engineering, Marian Engineering College
for the help and facilities rendered during the course of this
work.
7
0
0
0
23.6
88.8
REFERENCES
450
Hard
425
400
375
Very Soft
350
Soft
[1]
Mohamad, N. O., Razali, C. E., Hadi, A. A. A., Som, P. P.,
Eng, B. C., Rusli, M. B., and Mohamad, F. R.: “Challenges in
Construction Over Soft Soil-Case Studies in Malaysia”,
In IOP Conference Series: Materials Science and
Engineering Vol. 136, No. 1, pp. 1-8, 2016.
[2]
Jain Suvid, R. K. M., Hemanth, K. H. N., Yashas, S. R., and
Muralidhara, H. R.: “Improvement of Subgrade Strength
by Partial Replacement of M-Sand”, American Journal of
Engineering Research (AJER), vol. 5, no. 7, pp.53-71,
2016.
[3]
Dash, S. K., and Hussain, M.: “Lime stabilization of soils:
reappraisal”. Journal of materials in civil engineering, vl.
24, no. 6, pp. 707-714, 2011.
[4]
Ahmed, A., and Ugai, K.: “Environmental effects on
durability of soil stabilized with recycled gypsum”, Cold
regions science and technology, vol. 66, no.3, pp. 84-92,
2011.
[5]
Ye, H., Chu, C., Xu, L., K. Guo, K., and Li, D.: “Experimental
Studies on Drying-Wetting Cycle Characteristics of
Expansive
Soils
Improved
by
Industrial
Wastes”, Advances in Civil Engineering, 2018.
325
medium
300
UCS, qu(kPa)
275
Stiff
Very Stiff
250
Very Stiff
225
Hard
200
175
Mix 1
150
Mix 2
Stiff
125
Mix 3
100
75
medium
Mix 4
50
Soft
25
Mix 5
Very Soft
0
0
1
2
3
4
5
6
7
8
9
Number of cycles
Mix
Mix
Mix
Mix
Mix
1 :Clayey
2: Clayey
3: Clayey
4: Clayey
5: Clayey
soil
soil+
soil+
soil+
soil+
40% Quarry dust
4% CaO
40% Quarry dust + 3% CaO
40% Quarry dust + 6% CaO + 1% Al2 O 3
Chart -4: Effect of drying-wetting cycle on UCS of mixes
The consistency of Mix 5 remains in medium even after 7
cycles of drying and wetting. So that Quarry dust stabilized
soil treated with 6% CaO and 1% Al2O3 can be used as
durable material for subgrade.
5. CONCLUSIONS




Addition of quarry dust shows a substantial increase in
unconfined compressive strength of soft clayey soil.
The UCS of Clay-quarry dust mix will become zero after
5 cycles of drying and wetting which is an indication of
low durability.
Durability of Clay-CaO mix is also low.
Clay-quarry dust-CaO mix shows comparatively greater
durability than Clay-CaO mix. Because Clay-quarry dust-
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